CN101302922B - Construction method of horizontal orienting drill crossing sand cobble and gravel formation - Google Patents
Construction method of horizontal orienting drill crossing sand cobble and gravel formation Download PDFInfo
- Publication number
- CN101302922B CN101302922B CN2008100454579A CN200810045457A CN101302922B CN 101302922 B CN101302922 B CN 101302922B CN 2008100454579 A CN2008100454579 A CN 2008100454579A CN 200810045457 A CN200810045457 A CN 200810045457A CN 101302922 B CN101302922 B CN 101302922B
- Authority
- CN
- China
- Prior art keywords
- subterrane
- rock mass
- artificial rock
- construction
- gravel
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Abstract
The invention discloses a construction method for drilling through a gravel layer levelly and orientedly, pertaining to the technical field of the non-excavation leveled and oriented drilling construction of a pipeline. The invention utilizes a method for separating the gravel layer by using artificial rocks according to the physical mechanical performance of a subterrane and designs a construction method which first arranges the artificial rocks with the same physical mechanical performance as that of the subterrane and then the oriented drilling is carried out in the artificial rock body, thus solving the problem that the prior art is only applicable to the drilling through construction of the shallow gravel layer within the depth within 5m; the method can eliminate bending angles possibly formed due to the inconsistent hardness of a rock body during the construction process, and effectively carry out the leveled and oriented drilling through of the gravel layer and is characterized by low construction cost and powerful applicability.
Description
Technical field:
A kind of job practices of horizontal orienting drill crossing sand cobble and gravel formation; Return the drilling construction that drags in the work progress creeping into pilot hole, reaming and pipeline when being used for the non-excavation horizontal orienting drill crossing sand cobble and gravel formation of pipe laying, belong to the non-excavation horizontal directional drill of pipeline crossing construction technical field.
Background technology:
At present, in the pipe laying process, usually can run into the problem that to pass through rivers; For pipeline is passed through over below the riverbed, just need to use earlier rig to adopt directed method of boring, bore towards the opposite bank in the past on the one side on riverbank; And then implement the work that pipeline passes through; When running into general stratum, the job practices of prior art is feasible, still; The horizontal directional drill crossing construction technology of using at present will encounter problems when passing through sand ovum gravel stratum, and the way that when passing through sand ovum gravel stratum, adopts usually at present is: the mode of steel sleeve isolation method, clay displacement method, heavy excavation; Experience according to site operation; These present forms of construction work only are applicable to the crossing construction of the 5m degree of depth with interior shallow-layer sand ovum gravel stratum; For ultra dark, extra long distance sand ovum gravel stratum; These three kinds of job practicess are all inapplicable, sand ovum gravel stratum up to the present, and particularly ultra dark, overlength sand ovum gravel stratum is drilled the industry of constructing more by non-excavation orientation and is regarded as the forbidden zone of constructing; In the prior art, the steel sleeve isolation method is to utilize air rammer that the steel pipe of certain diameter is rammed sand ovum gravel stratum along passing through design curve, and rams to the subterrane position; Utilize then and artificial sand ovum gravel in the steel sleeve is taken out, and then carry out construction operations such as the creeping into of pilot hole, reaming, the shortcoming of this job practices is: wiredrawn edge appears in sleeve pipe easily in ramming process; For reaming hides some dangers for; Pipeline is rammed apart from shorter, and the dynamics of ramming is less, and operating efficiency is slow; In addition, the sand ovum gravel that rams in the duct ligation bundle rear sleeve is discharged difficulty; The clay displacement method is earlier underground sand ovum gravel to be dug out, and the position of digging out is also tamped with clay backfilling again, and then creeps into construction operations such as pilot hole and reaming; The shortcoming of this method is: the clay replacement amount is bigger; Can not adopt pure clay when adopting the clay displacement, must use dirt to carry out backfill, in backfilling process, must adopt the mechanical system compaction in layers; Want the water content of strict control dirt in the compacting process; And the clay compressive strength of backfill does not reach the intensity of subterrane, in the reaming process, occurs big knuckle easily, hides some dangers for for pipeline returns to drag; The heavy excavation construction method is not suitable for non-excavation crossing construction.
Summary of the invention:
The present invention be directed to the shortcoming of prior art; Physical and mechanical property according to subterrane; The method on end user's lithogenesis stone parting sand ovum gravel stratum has designed a kind of job practices of in artificial rock mass, implementing the horizontal orienting drill crossing sand cobble and gravel formation of construction operations such as directional drilling pilot hole, reaming.
The present invention is achieved in that according to horizontal directional drill crossing construction The Application of Technology principle; Creep at the enforcement pilot hole, when perhaps implementing the reaming construction, if before getting into subterrane, need pass sand ovum gravel stratum earlier; Because the unstability of stratum medium sand ovum gravel; The skew of direction appears in pilot hole because of the rolling of sand ovum gravel and physical property different with regard to being easy to, the serious knuckle that also can occur is in order to prevent to occur knuckle in the drilling process; Just need the intensity variation value between the varying strength stratum more little good more; In order to address this problem, scheme of the present invention is: the physical and mechanical property artificial rock identical with the physical and mechanical property of subterrane is set earlier on subterrane one, is in the sand ovum gravel stratum on the subterrane so that isolate; Artificial rock mass is cast in horizontal directional drill and passes through on the section, and the section configuration of artificial rock mass is a rectangle, and artificial rock mass cross-sectional area is greater than the crossing pipeline cross-sectional area; It is characterized in that:
The first step is carried out the subterrane boring coring at the section that needs pass through;
Second step was carried out physical mechanics test with the core that drills through, and obtained the experimental data of subterrane;
The 3rd step was set the making prescription of artificial rock mass according to the subterrane physical mechanics test data that obtain;
The design that the 4th step passed through according to pipeline is peeled away the ovum gravel stratum of digging sand on the setting riverbank, and takes out sand ovum gravel;
The 5th step built artificial rock mass, and artificial rock mass is carried out maintenance according to the core physical mechanics data that obtain in the hole of digging;
The 6th step carried out horizontal orientation and creeps into construction in artificial rock mass.
The degree of depth of said subterrane boring coring is no less than 5m downwards from the subterrane upper surface;
The degree of depth of said the 4th step excavation is identical with the subterrane buried depth, and the excavation pit floor space is greater than 50m
2
The identical rate with the physical and mechanical property of subterrane of the physical and mechanical property of said artificial rock mass is not less than 70%;
Artificial rock mass is a cuboid, and section is a rectangle, and artificial rock mass cross-sectional area should be greater than 30: 1 with the ratio of crossing pipeline cross-sectional area;
Advantage of the present invention and beneficial effect are: because this invention is employed in and artificial rock mass is set on the subterrane comes parting sand ovum gravel stratum; And; Its physical and mechanical property is identical with the physical and mechanical property of subterrane, just can effectively eliminate in boring or the reaming work progress between artificial rock mass and the subterrane interface because of the inconsistent knuckle that possibly form of hardness, can effectively solve horizontal orienting drill crossing sand cobble and gravel formation drilling and forming hole problem; Because being the physical and mechanical property with subterrane, this invention is connected to ground through artificial rock mass; Avoided the sand ovum gravel below the clay of top layer, original ground, guaranteed the uniformity of rock mass performance, for horizontal orienting drill crossing sand cobble and gravel formation has been established solid foundation; It is low to have construction cost, adaptable characteristics.
Description of drawings:
Fig. 1 is a construction sketch map of the present invention.
Practical implementation method: provide embodiments of the invention below in conjunction with accompanying drawing:
In order to understand the physical and mechanical property of subterrane 4; So that later directional drilling skew do not occur or is folded to; At first need carry out subterrane 4 boring corings at the section that passes through; The degree of depth of probing should reach the degree of depth that is no less than 5m below subterrane 4 surfaces, then the core that drills through is carried out physical mechanics test, obtains the experimental data of subterrane 4; According to the subterrane 4 physical mechanics test data that obtain, set the making prescription of artificial rock mass 2 then, make the coincidence rate of the physical and mechanical property of subterrane 4 and artificial rock mass 2 be not less than 70%; Then according to the penetrating angle of crossing pipeline design, the size at unearthed angle and the buried depth of subterrane 4; Excavation topsoil 1 and sand ovum gravel stratum 5 on the riverbank of setting; Excavation is peeled off on topsoil that covers on the subterrane 41 and sand ovum gravel stratum 5; And take out sand ovum gravel, and the degree of depth of excavation will arrive the surface of subterrane 4, and the excavation pit bottom area is greater than 50m
2In the hole of digging, build artificial rock mass 2 then; Artificial rock mass 2 begins upwards to water the shape that builds up a cuboid from the scar of subterrane 4; And artificial rock mass carried out maintenance, and the section of artificial rock mass 2 is a rectangle, the length of artificial rock mass draws according to design penetrating angle or unearthed angle and subterrane 4 buried depth depth calculation; Artificial rock mass 2 should be adjusted the making prescription of artificial rock mass according to the physical and mechanical property of subterrane 4 rock mass when making; By the time after accomplishing, artificial rock mass 2 maintenances just can in artificial rock mass 2, carry out construction that horizontal orientation creeps into; In artificial rock mass 2, implement the directed axis 3 that bores when constructing and coincide, just can accomplish horizontal orienting drill crossing sand cobble and gravel formation smoothly according to above-mentioned operation procedure with the center line that the design pipeline passes through.
Claims (3)
1. the job practices of a horizontal orienting drill crossing sand cobble and gravel formation is characterized in that:
The first step is carried out the subterrane boring coring at the section that needs pass through;
Second step was carried out physical mechanics test with the core that drills through, and obtained the experimental data of subterrane;
The 3rd step was set the making prescription of artificial rock mass according to the subterrane physical mechanics test data that obtain;
The design that the 4th step passed through according to pipeline is peeled away the ovum gravel stratum of digging sand on the setting riverbank, and takes out sand ovum gravel;
The 5th step built artificial rock mass, and artificial rock mass is carried out maintenance according to the core physical mechanics data that obtain in the hole of digging;
The 6th step carried out horizontal orientation and creeps into construction in artificial rock mass;
The identical rate with the physical and mechanical property of subterrane of the physical and mechanical property of said artificial rock mass is not less than 70%;
Said artificial rock mass is a cuboid, and section is a rectangle, and the ratio of artificial rock mass cross-sectional area and crossing pipeline cross-sectional area was greater than 30: 1.
2. the job practices of horizontal orienting drill crossing sand cobble and gravel formation according to claim 1, it is characterized in that: the degree of depth of said subterrane boring coring is no less than 5m downwards from the subterrane upper surface.
3. the job practices of horizontal orienting drill crossing sand cobble and gravel formation according to claim 1 is characterized in that: the degree of depth of said the 4th step excavation is identical with the subterrane buried depth, and the excavation pit bottom area is greater than 50m
2
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2008100454579A CN101302922B (en) | 2008-07-03 | 2008-07-03 | Construction method of horizontal orienting drill crossing sand cobble and gravel formation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2008100454579A CN101302922B (en) | 2008-07-03 | 2008-07-03 | Construction method of horizontal orienting drill crossing sand cobble and gravel formation |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN101302922A CN101302922A (en) | 2008-11-12 |
| CN101302922B true CN101302922B (en) | 2012-02-22 |
Family
ID=40112989
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2008100454579A Active CN101302922B (en) | 2008-07-03 | 2008-07-03 | Construction method of horizontal orienting drill crossing sand cobble and gravel formation |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN101302922B (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104763331B (en) * | 2014-09-16 | 2017-03-01 | 柳州固瑞机械有限公司 | Pan soil, trenchless in rocks pipe laying drilling construction method |
| CN107605401A (en) * | 2017-08-31 | 2018-01-19 | 中国化学工程第十四建设有限公司 | Big drop massif Directional Drilling for Pipeline Crossing method |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4650374A (en) * | 1984-07-18 | 1987-03-17 | Paul Schmidt | Apparatus for driving pipes through the ground |
| CN2205438Y (en) * | 1994-07-01 | 1995-08-16 | 冯树刚 | Device for pipe curve drilling passing through stratum |
| CN2900782Y (en) * | 2006-02-09 | 2007-05-16 | 中国石油化工股份有限公司江苏油田分公司石油工程技术研究院 | Device for producing large size artificial rock core for analogue drilling block |
| CN101055047A (en) * | 2007-04-18 | 2007-10-17 | 中国石油天然气管道局穿越分公司 | A process for horizontal directional drill passing through and tampering casing for separating gravel |
-
2008
- 2008-07-03 CN CN2008100454579A patent/CN101302922B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4650374A (en) * | 1984-07-18 | 1987-03-17 | Paul Schmidt | Apparatus for driving pipes through the ground |
| CN2205438Y (en) * | 1994-07-01 | 1995-08-16 | 冯树刚 | Device for pipe curve drilling passing through stratum |
| CN2900782Y (en) * | 2006-02-09 | 2007-05-16 | 中国石油化工股份有限公司江苏油田分公司石油工程技术研究院 | Device for producing large size artificial rock core for analogue drilling block |
| CN101055047A (en) * | 2007-04-18 | 2007-10-17 | 中国石油天然气管道局穿越分公司 | A process for horizontal directional drill passing through and tampering casing for separating gravel |
Also Published As
| Publication number | Publication date |
|---|---|
| CN101302922A (en) | 2008-11-12 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104499479B (en) | It is a kind of to pass through the dug pile construction method that sand gravel backfills layer | |
| CN101812976B (en) | Adjustable multiple coil extruding and expanding drilling tool | |
| CN108678130A (en) | A kind of non-digging drag pipe construction method | |
| CN105863648B (en) | A kind of tunneling is shallow to cover large-section tunnel construction method | |
| CN103603342A (en) | Construction method of ultra-long bored concrete pile with large-diameter casing combination | |
| CN110344400A (en) | The hard rock pore-forming construction technology of churning driven opportunity | |
| CN107339122B (en) | Construction method for treating goaf by steel pipe column | |
| CN105649012A (en) | Construction method for bored pile of subway station enclosure structure of upper-soft lower-hard ground | |
| JP6774132B1 (en) | Construction method of steel pipe pile | |
| CN101200893A (en) | Construction method of pile with bearing base | |
| CN104963346A (en) | Support construction method for deep foundation pit in complex geological condition | |
| CN106812150A (en) | A kind of mountain area steep slope region Road Bridge Pile Foundation construction method | |
| CN105970918A (en) | Pile foundation hole forming construction process under large-particle-size cobble sandy soil and severe water seepage geological condition | |
| CN1265062C (en) | Construction for making piles and tools | |
| CN106837382A (en) | A kind of subway tunnel country rock pre grouting from the surface reinforcement process | |
| CN110565636A (en) | steel sheet pile construction method | |
| CN110952528A (en) | Construction method of cement-soil underground continuous wall under complex geological conditions | |
| CN104532853A (en) | Deep foundation pit supporting method and system characterized by steel reinforced cement-soil piles, bolts easy to detach and automatic monitoring and early warning | |
| Poh et al. | A field trial of jet-grouting in marine clay | |
| CN108071110A (en) | Rotary drilling rig Pile method under complex geological condition | |
| CN107542081B (en) | method for installing drainage plate of deep stone-filling site and hole-forming device used in the method | |
| CN101302922B (en) | Construction method of horizontal orienting drill crossing sand cobble and gravel formation | |
| CN105386444A (en) | Foundation pile hole forming device and method | |
| CN113668527A (en) | Construction method for inserting long steel pile casing under rotary digging pile construction of deep rockfill silt stratum | |
| CN101481913A (en) | Construction method of rock-socketed underground continuous wall punching slot section |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant |